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Article(id=1241442324950078049, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, articleNumber=null, orderNo=null, doi=10.3963/j.issn.1001-487X.2023.01.014, pmid=null, cstr=null, oa=null, hot=null, price=null, onlineType=0, articleFormat=0, articleType=null, articleTypeStr=null, receivedDate=1662739200000, receivedDateStr=2022-09-10, revisedDate=null, revisedDateStr=null, acceptedDate=null, acceptedDateStr=null, onlineDate=1773912515151, onlineDateStr=2026-03-19, pubDate=1677600000000, pubDateStr=2023-03-01, doiRegisterDate=null, doiRegisterDateStr=null, onlineIssueDate=1773912515151, onlineIssueDateStr=2026-03-19, onlineJustAcceptDate=null, onlineJustAcceptDateStr=null, onlineFirstDate=null, onlineFirstDateStr=null, sourceXml=null, magXml=null, createTime=1773912515151, creator=13701087609, updateTime=1773912515151, updator=13701087609, issue=Issue{id=1241442313185063097, tenantId=1146029695717560320, journalId=1240670690148397066, year='2023', volume='40', issue='1', pageStart='1', pageEnd='220', issueExtLink='null', onlineDate='null', pubDate='null', beforeIssueId=null, nextIssueId=null, price=null, status=1, issueComplete=1, articleOrder=1, issueType=-1, specialIssue=null, createTime=1773912512346, creator=13701087609, updateTime=1773912765519, updator=13701087609, preIssue=null, nextIssue=null, ext={EN=IssueExt(id=1241443375145079400, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, language=EN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=), CN=IssueExt(id=1241443375145079401, tenantId=1146029695717560320, journalId=1240670690148397066, issueId=1241442313185063097, language=CN, specialIssueTitle=, coverIllustrator=null, specialIssueEditor=, specialIssueAbout=)}, issueFiles=null}, startPage=100, endPage=107, ext={EN=ArticleExt(id=1241442326741045876, articleId=1241442324950078049, tenantId=1146029695717560320, journalId=1240670690148397066, language=EN, title=Design and Construction of Demolition Blasting for Cofferdam at Tailrace Outlet of Baihetan Hydropower Station, columnId=1240702072073548400, journalTitle=Blasting, columnName=EXPLOSIVE DEMOLITION, runingTitle=null, highlight=null, articleAbstract=

The demolition blasting of the tailrace outlet cofferdam of Baihetan hydropower station has obvious characteristics of tight construction schedule, heavy task, complex rock conditions, close proximity to protective objects and high requirements for slag washing by water flow. In view of the important and difficult points in the construction, a phased, partitioned and layered blasting demolition scheme was adopted, and thus the single cofferdam was divided into two phases, three layers and eight zones. By reserving an economic cofferdam and demolishing the part above water in advance, the difficulties of huge engineering quantity and tight construction schedule were overcome. The method of drilling with large-diameter drills and protecting the hole with casing effectively reduced the occurrence of hole collapse under complex geological conditions, improved the construction efficiency and ensured the blasting effect. The design of high powder factor, low single shot, inter-hole segmentation and intra-hole delay not only met the requirements of safety control of vibration velocity, but also ensured that the rock fragmentation after blasting can be washed away by water flow. The engineering application results showed that the peak vibration velocity of blasting under the most unfavorable conditions was 11.85 cm/s, which was less than the allowable safety control standard of 12 cm/s for structural concrete. The measured peak pressure of surge wave was 0.12 MPa, which was also under the allowable value of 0.4 MPa for hydraulic steel gates. The fragmentation after blasting was controlled mostly within 40 cm, and the boulder yield was controlled within 5%. The research results can provide reference for similar projects.

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白鹤滩水电站尾水出口围堰拆除爆破具有工期紧、任务重、岩石条件复杂、近距离靠近保护物、水流冲渣要求高等突出特点。针对施工中的重难点，采取“分期分区分层”爆破拆除方案，将单个围堰分为“两期三层八区”，通过预留经济围堰，提前拆除水上部分等措施，克服了工程量大、工期紧的难题；采用“大直径钻机造孔、孔内套管护孔”的方式，有效减少了复杂地质条件下塌孔的产生，提高了施工工效也确保了爆破效果；“高单耗、低单响”的药量设计、“孔间分段、孔内延时”的爆破网路设计，即能满足近距离爆破条件下质点振速安全控制要求，又确保了爆后渣料块度满足水流冲渣条件。工程应用结果表明，最不利工况下爆破诱发质点峰值振速为11.85 cm/s，小于结构混凝土允许的安全控制标准12 cm/s；实测水击波峰值压力为0.12 MPa，小于水工钢闸门的安全允许控制值0.4 MPa；爆后绝大部分渣料块度粒径控制在40 cm以内，大块率控制在5%以内，爆破效果良好，满足水流冲渣条件。

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吴发名（1991-），男，硕士研究生、工程师，从事水利水电工程建设管理、工程爆破相关工作，（E-mail）。

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吴发名（1991-），男，硕士研究生、工程师，从事水利水电工程建设管理、工程爆破相关工作，（E-mail）。

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吴发名（1991-），男，硕士研究生、工程师，从事水利水电工程建设管理、工程爆破相关工作，（E-mail）。

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journalId=1240670690148397066, articleId=1241442324950078049, language=CN, orderNo=2, keyword=爆破设计), Keyword(id=1241442340439642373, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, orderNo=3, keyword=爆破施工), Keyword(id=1241442340582248712, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, orderNo=4, keyword=尾水出口), Keyword(id=1241442340674523406, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, orderNo=5, keyword=白鹤滩水电站)], refs=[Reference(id=1241442346382971370, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, doi=null, pmid=null, pmcid=null, year=2016, volume=33, issue=4, pageStart=90, pageEnd=93, url=null, language=null, rfNumber=[1], rfOrder=0, authorNames=樵平, 卜俊锐, 张维明, journalName=爆破, refType=null, unstructuredReference=樵平, 卜俊锐, 张维明, 等. 两河口围堰拆除爆破[J]. 爆破, 2016, 33(4): 90-93., 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(in Chinese), articleTitle=Explosive demolition of intake cofferdam of diversion tunnel on Jingping Ⅱ Hydropower Station, refAbstract=null), Reference(id=1241442351533576796, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, doi=null, pmid=null, pmcid=null, year=2014, volume=20, issue=3, pageStart=25, pageEnd=28, url=null, language=null, rfNumber=[21], rfOrder=40, authorNames=邵晓宁, 张道振, 周恩泉, journalName=工程爆破, refType=null, unstructuredReference=邵晓宁, 张道振, 周恩泉, 等. 电厂机组循环水取水口预留岩坎围堰拆除爆破[J]. 工程爆破, 2014, 20(3): 25-28., articleTitle=电厂机组循环水取水口预留岩坎围堰拆除爆破, refAbstract=null), Reference(id=1241442351604879966, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, doi=null, pmid=null, pmcid=null, year=2014, volume=20, issue=3, pageStart=25, pageEnd=28, url=null, language=null, rfNumber=[21], rfOrder=41, authorNames=SHAO Xiao-ning, ZHANG Dao-zhen, ZHOU En-quan, journalName=Engineering Blasting, refType=null, unstructuredReference=SHAO Xiao-ning, ZHANG Dao-zhen, ZHOU En-quan, et al. 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(in Chinese), articleTitle=Demolition blasting of reserved rock ridge cofferdam for intake of circulating water of units in electric power plant, refAbstract=null)], funds=[Fund(id=1241442346219393507, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, awardId=52109148, language=CN, fundingSource=国家自然科学基金青年基金项目(52109148), fundOrder=null, country=null)], companyList=[AuthorCompany(id=1241442335758798882, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, xref=1., ext=[AuthorCompanyExt(id=1241442335767187491, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, companyId=1241442335758798882, language=EN, country=null, province=null, city=null, postcode=null, companyName=null, departmentName=null, remark=1.China Three Gorges Construction Engineering Corporation, Chengdu 610000, China), AuthorCompanyExt(id=1241442335775576101, tenantId=1146029695717560320, 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caption=尾水隧洞出口围堰布置图, figureFileSmall=WceGPqnfmh6NXD83lI5aJA==, figureFileBig=y6CK1lH3qFaH/0f0zm2CNQ==, tableContent=null), ArticleFig(id=1241442341278503225, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Fig. 3, caption=Cofferdam demolition plan (unit: m), figureFileSmall=FD0k+QDVCZReyxuk1V0Imw==, figureFileBig=A3tDaOXLtDDRa6c1nAZHRg==, tableContent=null), ArticleFig(id=1241442341395943745, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=图3, caption=围堰拆除规划图（单位：m）, figureFileSmall=FD0k+QDVCZReyxuk1V0Imw==, figureFileBig=A3tDaOXLtDDRa6c1nAZHRg==, tableContent=null), ArticleFig(id=1241442341488218437, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Fig. 4, caption=Blasting design of Ⅱ-1 area of 8# cofferdam (unit: m), figureFileSmall=s1vwI28eXGBn0mug2J7Oew==, figureFileBig=cHZQuUGNPME9MArg6V6f8A==, 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articleId=1241442324950078049, language=EN, label=Fig. 6, caption=Calculation for the worst working condition, figureFileSmall=mPFu9TQxqq+XlA70zxqYvw==, figureFileBig=SvaHve3bacVN03x1jIl3ZQ==, tableContent=null), ArticleFig(id=1241442342058643822, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=图6, caption=最不利工况计算, figureFileSmall=mPFu9TQxqq+XlA70zxqYvw==, figureFileBig=SvaHve3bacVN03x1jIl3ZQ==, tableContent=null), ArticleFig(id=1241442342159307127, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Fig. 7, caption=Charge structure of blasting (unit: m), figureFileSmall=w7BKPgObgcJ+PYuy8RkY2A==, figureFileBig=sDi6yT010KQDHHMM1D2ZSQ==, tableContent=null), ArticleFig(id=1241442342251581820, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=图7, caption=装药结构图（单位：m）, figureFileSmall=w7BKPgObgcJ+PYuy8RkY2A==, 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journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Fig. 13, caption=Picture of blasting fragmentation, figureFileSmall=NhafwetsnVMkrrf6177C9w==, figureFileBig=WEBTxOI19YD851CsP8rz9w==, tableContent=null), ArticleFig(id=1241442345275675067, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=图13, caption=爆堆块度实拍图, figureFileSmall=NhafwetsnVMkrrf6177C9w==, figureFileBig=WEBTxOI19YD851CsP8rz9w==, tableContent=null), ArticleFig(id=1241442345388921279, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Table 1, caption=

The volume of cofferdam demolition

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工程部位分层分区工程量/m3分期
7#围堰ⅠⅠ-15922一期
Ⅰ-210 929一期
ⅡⅡ-16452一期
Ⅱ-25584一期
ⅢⅢ-37143一期
Ⅲ-110 368二期
Ⅲ-27840二期
Ⅲ-49100二期
8#围堰ⅠⅠ-14475一期
Ⅰ-28311一期
ⅡⅡ-17883一期
Ⅱ-25146一期
ⅢⅢ-35397一期
Ⅲ-113 256二期
Ⅲ-27152二期
Ⅲ-410 224二期
), ArticleFig(id=1241442345485390278, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=表1, caption=

围堰拆除工程量表

, figureFileSmall=null, figureFileBig=null, tableContent=
工程部位分层分区工程量/m3分期
7#围堰ⅠⅠ-15922一期
Ⅰ-210 929一期
ⅡⅡ-16452一期
Ⅱ-25584一期
ⅢⅢ-37143一期
Ⅲ-110 368二期
Ⅲ-27840二期
Ⅲ-49100二期
8#围堰ⅠⅠ-14475一期
Ⅰ-28311一期
ⅡⅡ-17883一期
Ⅱ-25146一期
ⅢⅢ-35397一期
Ⅲ-113 256二期
Ⅲ-27152二期
Ⅲ-410 224二期
), ArticleFig(id=1241442345590247879, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Table 2, caption=

Typical blasting parameters of Ⅱ-1 area of 8# cofferdam

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孔名钻孔参数布孔及装药参数
孔径/mm梯段高度/m孔深/m孔距/m排距/m药径/mm堵塞长度/m单孔药量/kg
预裂孔ϕ 906.57.170.8/70+321.204.25
缓冲孔ϕ 906.57.172.51.5702.9714.00
主爆孔ϕ 906.57.172.52.2701.7718.00
), ArticleFig(id=1241442345699299789, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=表2, caption=

8#围堰Ⅱ-1区典型爆破参数表

, figureFileSmall=null, figureFileBig=null, tableContent=
孔名钻孔参数布孔及装药参数
孔径/mm梯段高度/m孔深/m孔距/m排距/m药径/mm堵塞长度/m单孔药量/kg
预裂孔ϕ 906.57.170.8/70+321.204.25
缓冲孔ϕ 906.57.172.51.5702.9714.00
主爆孔ϕ 906.57.172.52.2701.7718.00
), ArticleFig(id=1241442345787380175, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Table 3, caption=

Calculation of average particle size of blasting fragmentation

, figureFileSmall=null, figureFileBig=null, tableContent=
炸药水下性能降低率/%0102030
爆渣平均粒径10.9911.7412.6513.77
), ArticleFig(id=1241442345879654868, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=表3, caption=

爆渣平均粒径计算

, figureFileSmall=null, figureFileBig=null, tableContent=
炸药水下性能降低率/%0102030
爆渣平均粒径10.9911.7412.6513.77
), ArticleFig(id=1241442345955152345, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=EN, label=Table 4, caption=

Blasting vibration monitoring results

, figureFileSmall=null, figureFileBig=null, tableContent=
测点编号水平切向PPV/（cm·s-1）水平径向PPV/（cm·s-1）竖直向PPV/（cm·s-1）
1#10.8811.8511.55
2#9.856.327.42
3#7.116.364.91
), ArticleFig(id=1241442346106147293, tenantId=1146029695717560320, journalId=1240670690148397066, articleId=1241442324950078049, language=CN, label=表4, caption=

爆破振动监测结果

, figureFileSmall=null, figureFileBig=null, tableContent=
测点编号水平切向PPV/（cm·s-1）水平径向PPV/（cm·s-1）竖直向PPV/（cm·s-1）
1#10.8811.8511.55
2#9.856.327.42
3#7.116.364.91
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白鹤滩水电站尾水出口围堰拆除爆破设计与施工
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吴发名 1 , 段兴平 1 , 徐进鹏 1 , 杨招伟 2 , 周涛 3 , 彭正良 3
爆破 | 拆除爆破 2023,40(1): 100-107
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爆破 | 拆除爆破 2023, 40(1): 100-107
白鹤滩水电站尾水出口围堰拆除爆破设计与施工
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吴发名1 , 段兴平1, 徐进鹏1, 杨招伟2, 周涛3, 彭正良3
作者信息
  • 1.中国三峡建工（集团）有限公司，成都　610000
  • 2.长江水利委员会长江科学院　水利部岩土力学与工程重点实验室，武汉　430010
  • 3.中国水利水电第十四工程局有限公司，昆明　650041

    • 吴发名（1991-），男，硕士研究生、工程师，从事水利水电工程建设管理、工程爆破相关工作，（E-mail）。

Design and Construction of Demolition Blasting for Cofferdam at Tailrace Outlet of Baihetan Hydropower Station
Fa-ming WU1 , Xing-ping DUAN1, Jin-peng XU1, Zhao-wei YANG2, Tao ZHOU3, Zheng-liang PENG3
Affiliations
  • 1.China Three Gorges Construction Engineering Corporation, Chengdu 610000, China
  • 2.Key Laboratory of Geotechnical Mechanics and Engineering of Ministry of Water Resources, Changjiang River Scientific Research Institute, Wuhan 430010, China
  • 3.Powerchina Sinohydro Engineering Bureau 14 Co., Ltd., Kunming 650041, China
出版时间: 2023-03-01 doi: 10.3963/j.issn.1001-487X.2023.01.014
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摘要
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白鹤滩水电站尾水出口围堰拆除爆破具有工期紧、任务重、岩石条件复杂、近距离靠近保护物、水流冲渣要求高等突出特点。针对施工中的重难点，采取“分期分区分层”爆破拆除方案，将单个围堰分为“两期三层八区”，通过预留经济围堰，提前拆除水上部分等措施，克服了工程量大、工期紧的难题；采用“大直径钻机造孔、孔内套管护孔”的方式，有效减少了复杂地质条件下塌孔的产生，提高了施工工效也确保了爆破效果；“高单耗、低单响”的药量设计、“孔间分段、孔内延时”的爆破网路设计，即能满足近距离爆破条件下质点振速安全控制要求，又确保了爆后渣料块度满足水流冲渣条件。工程应用结果表明，最不利工况下爆破诱发质点峰值振速为11.85 cm/s，小于结构混凝土允许的安全控制标准12 cm/s；实测水击波峰值压力为0.12 MPa，小于水工钢闸门的安全允许控制值0.4 MPa；爆后绝大部分渣料块度粒径控制在40 cm以内，大块率控制在5%以内，爆破效果良好，满足水流冲渣条件。

围堰拆除  /  爆破设计  /  爆破施工  /  尾水出口  /  白鹤滩水电站

The demolition blasting of the tailrace outlet cofferdam of Baihetan hydropower station has obvious characteristics of tight construction schedule, heavy task, complex rock conditions, close proximity to protective objects and high requirements for slag washing by water flow. In view of the important and difficult points in the construction, a phased, partitioned and layered blasting demolition scheme was adopted, and thus the single cofferdam was divided into two phases, three layers and eight zones. By reserving an economic cofferdam and demolishing the part above water in advance, the difficulties of huge engineering quantity and tight construction schedule were overcome. The method of drilling with large-diameter drills and protecting the hole with casing effectively reduced the occurrence of hole collapse under complex geological conditions, improved the construction efficiency and ensured the blasting effect. The design of high powder factor, low single shot, inter-hole segmentation and intra-hole delay not only met the requirements of safety control of vibration velocity, but also ensured that the rock fragmentation after blasting can be washed away by water flow. The engineering application results showed that the peak vibration velocity of blasting under the most unfavorable conditions was 11.85 cm/s, which was less than the allowable safety control standard of 12 cm/s for structural concrete. The measured peak pressure of surge wave was 0.12 MPa, which was also under the allowable value of 0.4 MPa for hydraulic steel gates. The fragmentation after blasting was controlled mostly within 40 cm, and the boulder yield was controlled within 5%. The research results can provide reference for similar projects.

cofferdam demolition  /  blasting design  /  blasting construction  /  tailrace outlet  /  Baihetan hydropower station
吴发名, 段兴平, 徐进鹏, 杨招伟, 周涛, 彭正良. 白鹤滩水电站尾水出口围堰拆除爆破设计与施工. 爆破, 2023 , 40 (1) : 100 -107 . DOI: 10.3963/j.issn.1001-487X.2023.01.014
Fa-ming WU, Xing-ping DUAN, Jin-peng XU, Zhao-wei YANG, Tao ZHOU, Zheng-liang PENG. Design and Construction of Demolition Blasting for Cofferdam at Tailrace Outlet of Baihetan Hydropower Station[J]. Blasting, 2023 , 40 (1) : 100 -107 . DOI: 10.3963/j.issn.1001-487X.2023.01.014
正文
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围堰拆除一直是水电站施工中的重难点。一方面围堰爆破拆除临近闸门及明渠混凝土等永久建筑物，爆破飞石及振动冲击波易造成结构物损伤[1]。另一方面，复杂难测的水下地形、纵横交错的节理裂隙、动态变化的江面水情等极大增加了钻孔困难，孔内渗水、卡钻、塌孔等现象时有发生[2]。同时，能否形成良好的爆堆形态与合理的爆破块度也是影响冲渣过流的关键[3]。因此如何快速、高效、干净地实施围堰爆破拆除显得至关重要。
近年来诸多学者围绕围堰爆破拆除以及相关课题进行了深入的研究，取得了系列研究成果。王红彬[2]、孙云峰[4]、彭少引[5]、刘本森[6]、廖成林[7]、刘宇等采用分期分区拆除[8]、预留经济断面、堰内充水平压、水下钻孔套管施工、控制爆破参数等方式进行围堰拆除，在多个项目上取得了良好的应用效果。刘美山[9,10]、李汉涛等按照提高炸药单耗[11]、降低单响药量的方式进行爆破网路设计，围堰拆除效果良好。赵中宇[12]、袁江霞等采用精细化爆破方案[13]，通过分区设计炸药单响、单耗，结构面造孔预裂和延时起爆网路等方式将临近永久建筑物的实测质点振速控制在了安全标准以内。张文煊[14]、郭世明等采用堰内充水爆破方式研究了水击波传导的能量变化特性[15]。李泉结合工程案例[16]，对水下爆破炸药单耗的计算方法进行了修正。张志波研究了气泡帷幕在水下爆破中的减震效果[17]。陈明[18]、李金河等研究了爆破块度[19]、水流冲渣等相关课题。此外，樵平[1]、张忠伟[20]、邵晓宁等[21]，均针对不同工程开展了爆破方案优化研究。
综上所述，诸多学者在围堰拆除爆破等方面已经做过许多研究并取得了系列研究成果。由于每个工程所处的地质环境不一样，爆破参数的选择以及爆破方案的设计也因人而异，因此往往需要针对不同围堰拆除主体开展专项爆破设计及施工方案研究。以白鹤滩水电站尾水出口围堰拆除爆破为例，通过工程实践，探索总结大型围堰拆除爆破关键技术，力争为后续同类工程施工提供参考。
1　围堰拆除爆破设计
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1.1　工程概况
白鹤滩水电站位于金沙江下游河段，电站装机容量位居世界第二。左右岸引水发电系统各布置有8台100万kW大型水轮发电机组和4条大型尾水隧洞。枢纽布置如图1所示。
为确保2021年07月首批机组投产发电，需在汛前完成对右岸7#、8#尾水出口岩埂围堰的爆破拆除。该围堰为4级围堰，设计流量8446 m3/s，顶、底高程分别为EL.609.00 m、EL.580.00 m，高差达29 m。围堰拆除前整体情况如图2所示。
7#、8#尾水出口围堰岩性整体偏差，裂隙及错动带发育，卸荷及风化作用较强，结构较为松弛，围堰外侧边坡稳定性不强。
1.2　围堰拆除方案
因围堰拆除工程量大，7#、8#围堰拆除方量分别为6.3万m3、6.2万m3，故考虑采取分期分区拆除方案，单个围堰分为“两期三层八区”进行拆除。
一期主要拆除水上部分（Ⅰ、Ⅱ层），二期拆除水下部分（Ⅲ层）。二期围堰拆除时经历了汛前、汛后两个枯水期。为减少拆除压力，堰内部分Ⅲ-3层安排在汛前先期实施，同时预留经济围堰。经过一个汛期后尾水隧洞内已充水，故经济围堰及堰外部分均为水下爆破，待堰外部分拆除完成后再拆除经济围堰。围堰拆除分期分区如图3所示，各区爆破拆除工程量如表1所示。
1.3　爆破参数设计
1.3.1　围堰一期水上拆除爆破
水上部分（Ⅰ层、Ⅱ层）及堰内Ⅲ-3区拆除属于明挖爆破，梯段爆破典型参数如表2所示。距结构面约1.5 m处设置1排缓冲孔，单孔药量较主爆孔适当减小。设计结构面处采用100E轻型潜孔钻造孔预裂，线装药密度控制在570~600 g/m。
参照类似工程经验并根据现场爆破试验，将炸药单耗控制在0.45~0.50 kg/m3，既能爆破石块，又能节省炸药用量，可以取得较好地爆破效果。
以8#围堰Ⅱ-1区爆破开挖为例，典型梯段爆破设计参数如表2所示，布孔及装药结构如图4、图5所示。其他各区爆破参数参照执行。
1.3.2　围堰二期水下拆除爆破
水下拆除范围包括Ⅲ-1区、Ⅲ-2区和经济围堰。下面以7#经济围堰水下拆除为例进行阐述。
（1）炸药单耗确定
采用水下爆破经验公式计算炸药单耗[16]，其式如下
式中：q1为基础单耗，取值为0.8~1.2 kg/m3；q2、q3、q4分别为考虑水压、覆盖层厚度和岩石膨胀性能的增量单耗。其中q2=0.01h2、q3=0.02h3、q4=0.03h4，h2、h3、h4分别表示水深、覆盖层厚度和梯段高度。
经济围堰顶高程为596 m，底高程为580 m，拆除时堰外江水位最高达595 m，则h2=595-580=15 m，h3=0，h4=596-580=16 m。按最不利工况考虑，则q=1.2+0.01×15+0+0.03×16=1.83 kg/m3。
为降低大块率并考虑水流冲渣需要，现场施工时可按1.8~2.0 kg/m3进行设计。
（2）爆破振动控制及最大单响药量设计
围堰水下部分拆除时，需要保护的永久建筑物主要是水工闸门和尾水隧洞结构混凝土。根据规程规范并参照类似工程经验，确定闸门的爆破振动安全控制标准为20 cm/s，按30 cm/s进行校核；结构混凝土的安全控制标准为12 cm/s，按15 cm/s进行校核。
采用萨道夫斯基公式计算并校核爆破质点的振动速度v[20,21]
式中：v为峰值振速，cm/s；K、α为相关系数；R为保护体到爆破中心的直线距离，m；Q为最大单响药量，kg。
参照白鹤滩水电站导流洞围堰拆除及类似工程施工经验[2,11]，K、α取值分别为130、1.4。
按最不利工况考虑，7#围堰经济断面爆区中心距尾水出口结构混凝土几何中心约27 m，如图6所示。根据式（2），当最大单响药量Q≤119.3 kg时满足质点振速≤12 cm/s的设计标准；当最大单响药量Q≤192.5 kg时满足质点振速≤15 cm/s的校核标准。
（3）装药结构及爆破网路
水下爆破钻孔主要采用液压履带式潜孔钻，钻孔直径为130 mm，同时为避免塌孔，采用PVC-U管进行套管护孔。套管后的内径尺寸需满足装药要求。结构面处造孔预裂，孔底2 m段加强装药，线装药密度约为600 g/m。主爆孔连续装药，单孔药量为38.4~73.6 kg。装药结构如图7所示。
采用9 ms、17 ms、42 ms、65 ms及880 ms高精度雷管微差起爆网路，如图8所示。上下游两侧预裂孔三/四孔一响，采用9 ms分段；主爆孔两孔一响（临空面方向部分三孔一响），孔间9 ms/17 ms/42 ms分段，孔内880 ms延时，排间65 ms接力，双发雷管起爆。最大单响药量185.6 kg，控制在结构混凝土振动安全的设计值与校核值之间。
（4）爆渣块度预测
一般而言，爆破堆渣会淤积在尾水出口阻塞流道，对水流流态造成影响，同时清渣难度较大。
根据相关研究[2]，当爆后渣料粒径相对均匀，40 cm以下渣料占比超过60%，同时大块率控制在5%以内时，可以满足水流冲渣要求。
下面采用修正的KUZ-RAM模型预测水下爆破爆渣的块度尺寸[18]，其计算公式如下
式中：为爆破渣料的平均块度，即d50，cm；A为岩石相关系数，本工程取A=8；q为爆破单耗，kg/m3；Q为最大单孔药量，kg；E为炸药的相对威力，本工程为乳化炸药，E取90；KD为水下炸药威力降效系数。
本工程中爆破单耗q取1.8~2.0 kg/m3，主爆孔单孔药量设计为38.4~73.6 kg，预裂孔单孔药量设计为11.7~13.7 kg。考虑最不利工况（q取2.0 kg/m3、Q取73.6 kg），炸药水下性能降低率分别考虑未降低（KD=1）、降低10%（KD=0.9）、降低20%（KD=0.8）降低30%（KD=0.7）四种情况，则最不利工况下，爆渣的平均块度计算结果如表3所示。
从计算结果来看，即使炸药水下性能降低30%，爆渣的平均粒径也只有13.77 cm，满足粒径小于40 cm的水流冲渣要求。
2　安全防护及振动监测
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2.1　闸门防护
为防止爆破水击波冲击闸门导致后续不能正常提闸冲渣，通过设置气泡帷幕对尾水隧洞检修闸门进行防护。
如图9所示，高压风管产生的高压气体会在水中形成一排浓密向上翻滚的气泡帷幕，当水击波通过时会压缩气体，从而将水击波动能转化为受压缩气体的内能，削弱水击波的能量，起到保护作用[17]。
2.2　爆破振动及水击波监测
为监测尾水出口结构混凝土的爆破质点振动速度，分别在7#尾水隧洞出洞口左右侧及8#尾水出口左侧EL.602.5 m高程坡脚处布置3个测点。测点布置如图10所示。
同时爆破拆除前还在7#尾水隧洞检修闸门迎水面布置水下冲击波传感器用于开展水击波测试。
3　爆破效果分析
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3.1　爆破过程分析
根据现场实拍影像资料显示，7#经济围堰爆破拆除时，炸药首先从围堰外侧迎水面中部打开缺口，然后从中间往两边、从外侧向内侧逐步爆破，爆破石渣抛掷方向朝围堰外侧。爆破过程如图11所示。
3.2　爆破振动分析
监测结果显示，爆破诱发质点峰值振速出现在1#测点所在位置，其值为11.85 cm/s，小于结构混凝土允许的安全控制标准12 cm/s。振动监测数据如表4所示，1#测点峰值振速典型振动波形如图12所示。
实测水击波峰值压力为0.12 MPa，小于水工钢闸门的安全允许控制值0.4 MPa，表明闸门受水击波影响较小。
3.3　爆堆块度分析
为降低水流冲渣压力，减少爆后堆渣对水流流态的影响，在枯水期又安排长臂反铲对7#、8#经济围堰拆除后的爆破堆渣进行清理。清理出来的爆渣块度如图13所示。
从图中可以看出，围堰整体爆破拆除效果较好，除少部分超径块石外，绝大部分渣料块度粒径控制在40cm以内，大块率控制在5%以内，满足水流冲渣条件。
4　结论
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以白鹤滩水电站尾水隧洞出口围堰拆除爆破为例，探索总结大型围堰拆除爆破设计与施工技术，取得以下研究成果：
（1）针对围堰拆除工程量大、工期紧的难题，可采取“分期分区分层”的爆破拆除方案。首先将围堰分为水上爆破和水下爆破两个部分，并预留经济围堰。利用枯水期先期实施水上部分和经济围堰内、外侧减薄部分，最后再一次整体爆破经济围堰，从而实现化整为零，减轻工期压力，并可获得更好的爆破拆除效果。
（2）炸药单耗及最大单响药量的设计，要综合考虑爆区临近永久建筑结构的爆破振动控制要求及水流冲渣需要。水上明挖爆破炸药单耗一般控制在0.45~0.50 kg/m3，水下拆除爆破考虑炸药降效及水流冲渣需要，炸药单耗可按1.8~2.0 kg/m3进行加强设计，同时最大单响药量要结合最不利工况进行计算。
（3）钻孔设备的选择要考虑水上旱地施工和水下拆除爆破的差别。水上爆破一般采用常规钻孔设备即可。水下爆破为防止塌孔，可采用“大直径钻机造孔、孔内套管护孔”的施工方式，能有效降低塌孔率。
（4）高精度雷管微差起爆网路，孔间分段、孔内延时、双发雷管起爆等设计方式，保证了传爆网路的可靠性。采取设置气泡帷幕的方式可有效降低水击波的冲击动能，起到保护闸门的作用。
（5）监测成果表明，最不利工况下，最大峰值振速出现在距离爆区中心最近的1#测点，且峰值振速11.85 cm/s小于混凝土的安全控制标准12 cm/s，水击波峰值压力0.12 MPa小于闸门的安全允许控制值0.4 MPa，且爆后大部分渣料块度粒径小于40 cm，满足振动安全防护及水流冲渣条件。机组投产发电前顺利实现了提闸冲渣，研究成果可为类似工程提供参考和借鉴。
基金
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  • 国家自然科学基金青年基金项目(52109148)
文献
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参考文献 引证文献
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2023年第40卷第1期
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doi: 10.3963/j.issn.1001-487X.2023.01.014
  • 接收时间：2022-09-10
  • 首发时间：2026-03-19
  • 出版时间：2023-03-01
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  • 收稿日期：2022-09-10
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国家自然科学基金青年基金项目(52109148)
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    1.中国三峡建工（集团）有限公司，成都　610000
    2.长江水利委员会长江科学院　水利部岩土力学与工程重点实验室，武汉　430010
    3.中国水利水电第十四工程局有限公司，昆明　650041
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2种不同金属材料的力学参数
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Family		 属数
Number of
genus		 种数
Number of
species		 占总种数比例
Percentage of
total species (%)		 属
Genus		 种数
Number of
species		 占总种数比例
Percentage of total
species (%)
鹅膏菌科Amanitaceae 2 11 5.26 鹅膏菌属 Amanita 10 4.78
小菇科 Mycenaceae 2 12 5.74 丝盖伞属 Inocybe 5 2.39
多孔菌科 Polyporaceae 8 14 6.70 蜡蘑属 Laccaria 5 2.39
红菇科 Russulaceae 3 23 11.00 小皮伞属 Marasmius 6 2.87
小菇属 Mycena 11 5.26
光柄菇属 Pluteus 5 2.39
红菇属 Russula 17 8.13
栓菌属 Trametes 5 2.39
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